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Continuous Beam: CB62b 300x750 (Code of Practice : Eurocode 2 - 2004)

4/25/2024 2:17:18 PM C01

Input Tables
fck (MPa) 32

fy (MPa) 500

fyv (MPa) 500

% Redistribution 0
(O)ptimised or (D)ownward redistribution D
Top Cover :Reinforcement centre (mm) 75

Bottom Cover :Reinforcement centre (mm) 75

Dead load factor 1.35

Live load factor 1.5
Concrete density (kN/m3) 25

% of live load considered as permament 25

Ø (Creep coefficient) 2
Ecs (Shrinkage strain) 300E-6
cot (Θ) - Eurocode Shear 2.5

Bw D Bf-top Hf-top Bf-bottom Hf-bottom Y-offset Web Flange

Section number (mm) (mm) (mm) (mm) (mm) (mm) (mm) offset offset

1 300 750

Span Section Section Section

number length (m) number left number right

1 4 1 1

Support Code Column below Code Column above Code

number C,F F,P F,P
D (mm) B (mm) H (m) D (mm) B (mm) H (m)

Load W-left W-right a b P a M a Load

Case Span (kN/m) (kN/m) (m) (m) (kN) (m) (kNm) (m) Description

D 1 35 35 750 3.5
L 1 15 15 150 3.5

Span M left M right

number kNm kNm
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Sections

300

750
SECTION 1

Beam Elevation

1 SPAN 1 2

Live
15.00 150.00

Dead+
40.62 750.00
Own weight
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Deflection, Shear, Moment and Steel diagrams. Span 1

Elastic Deflections (Alternate spans loaded) Def max = 2.274mm @ 2.20m

.200

.400

.600

.800

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00
.500

1.00

1.50

2.00

Long-term Deflections (All spans loaded - using required reinforcement) Def max = 9.172mm @ 2.10m
.200

.400

.600

.800

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00
2.00

4.00

6.00

8.00

SHEAR: X-X V max = -1237kN @ 4.00m

Error: Maximum shear capacity exceeded
200
.200

.400

.600

.800

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00
-200
-400
-600
-800
-1000
-1200

MOMENTS: X-X M max = 609.1kNm @ 3.50m

-100
.200

.400

.600

.800

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

100
200
300
400
500
600

Shear Reinforcement: X-X Asv max = .3748mm²/mm @ 0.00m

.350
.300
.250
.200
.150
.100
.050
.200

.400

.600

.800

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

Bending Reinforcement: X-X As max = 2354 mm2 @ 3.50m

.200

.400

.600

.800

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

500

1000

1500

2000
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=====================================================================
C O N T I N U O U S B E A M Ver W5.0.03 - 13 Sep 2022

Title : CB62b 300x750

Data File : C:\Users\htaeng\Desktop\J1113B\J112\06 BCA SUBMISSION\42. ST009 Amd ST002 JS12\AC\Con
Date/Time : 4/25/2024
Design Code : Eurocode 2 - 2004
=====================================================================

BENDING MOMENTS & REINFORCEMENT

SPAN 1

Position(m) Min.Moment(kNm) Max.Moment(kNm) As-top(mm2) As-bottom(mm2)

0.000 -91.36 0.00 316.34 0.00

0.100 23.35 30.55 0.00 104.65
0.200 46.15 60.33 0.00 207.73
0.300 68.41 89.33 0.00 309.20
0.400 90.11 117.56 0.00 409.00
0.500 111.27 145.02 0.00 507.08
0.600 131.88 171.70 0.00 603.38
0.700 151.94 197.61 0.00 697.86
0.800 171.45 222.75 0.00 790.44
0.900 190.41 247.11 0.00 881.08
1.000 208.83 270.70 0.00 969.72
1.100 226.69 293.52 0.00 1056.29
1.200 244.01 315.56 0.00 1140.73
1.300 260.78 336.83 0.00 1222.99
1.400 277.00 357.33 0.00 1303.00
1.500 292.68 377.05 0.00 1380.70
1.600 307.80 396.00 0.00 1456.02
1.700 322.38 414.18 0.00 1528.89
1.800 336.40 431.58 0.00 1599.27
1.900 349.88 448.21 0.00 1667.08
2.000 362.81 464.06 0.00 1732.25
2.100 375.19 479.14 0.00 1794.73
2.200 387.03 493.45 0.00 1854.45
2.300 398.31 506.99 0.00 1911.36
2.400 409.05 519.75 0.00 1965.38
2.500 419.24 531.74 0.00 2016.47
2.600 428.88 542.95 0.00 2064.55
2.700 437.97 553.39 0.00 2109.59
2.800 446.51 563.06 0.00 2151.53
2.900 454.51 571.96 0.00 2190.31
3.000 461.95 580.08 0.00 2225.89
3.100 468.85 587.43 0.00 2258.22
3.200 475.20 594.00 0.00 2287.26
3.300 481.00 599.80 0.00 2312.98
3.400 486.25 604.83 0.00 2335.34
3.500 490.96 609.08 0.00 2354.32
3.600 393.86 488.81 0.00 1835.04
3.700 296.22 367.77 0.00 1344.05
3.800 198.03 245.95 0.00 876.74
3.900 99.29 123.36 0.00 429.64
4.000 -91.36 0.00 316.34 0.00

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SHEAR FORCES & REINFORCEMENT

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SPAN 1

Position(m) Minimum Maximum Shear Asv/Sv Asv/Sv(nominal)

Shear(kN) Shear(kN) Capacity(kN) (mm2/mm) (mm2/mm)

0.000 236.25 309.38 1130.11 0.37 0.27

0.100 230.77 301.64 1130.11 0.37 0.27
0.200 225.28 293.91 1130.11 0.37 0.27
0.300 219.80 286.17 1130.11 0.37 0.27
0.400 214.31 278.44 1130.11 0.37 0.27
0.500 208.83 270.70 1130.11 0.37 0.27
0.600 203.34 262.97 1130.11 0.37 0.27
0.700 197.86 255.23 83.53 0.37 0.27
0.800 192.38 247.50 87.07 0.37 0.27
0.900 186.89 239.77 90.28 0.36 0.27
1.000 181.41 232.03 93.21 0.35 0.27
1.100 175.92 224.30 95.91 0.34 0.27
1.200 170.44 216.56 98.40 0.33 0.27
1.300 164.95 208.83 100.71 0.32 0.27
1.400 159.47 201.09 102.86 0.30 0.27
1.500 153.98 193.36 104.86 0.29 0.27
1.600 148.50 185.63 106.74 0.28 0.27
1.700 143.02 177.89 108.49 0.27 0.27
1.800 137.53 170.16 110.13 0.26 0.27
1.900 132.05 162.42 111.66 0.25 0.27
2.000 126.56 154.69 113.10 0.23 0.27
2.100 121.08 146.95 114.44 0.22 0.27
2.200 115.59 139.22 115.70 0.21 0.27
2.300 110.11 131.48 116.87 0.20 0.27
2.400 104.63 123.75 117.96 0.19 0.27
2.500 99.14 116.02 118.97 0.00 0.27
2.600 93.66 108.28 119.91 0.00 0.27
2.700 88.17 100.55 120.78 0.00 0.27
2.800 82.69 92.81 121.57 0.00 0.27
2.900 77.20 85.08 122.30 0.00 0.27
3.000 71.72 77.34 122.96 0.00 0.27
3.100 66.23 69.61 123.55 0.00 0.27
3.200 60.75 61.88 124.08 0.00 0.27
3.300 54.14 55.27 124.54 0.00 0.27
3.400 46.41 49.78 1130.11 0.00 0.27
3.500 38.67 44.30 1130.11 0.00 0.27
3.500 -1198.83 -968.20 1130.11 0.00 0.27
3.600 -1206.56 -973.69 1130.11 0.00 0.27
3.700 -1214.30 -979.17 1130.11 0.00 0.27
3.800 -1222.03 -984.66 1130.11 0.00 0.27
3.900 -1229.77 -990.14 1130.11 0.00 0.27
4.000 -1237.50 -995.63 1130.11 0.00 0.27

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COLUMN REACTIONS

Support Dead Load(kN) Live Load(kN) Dead + Live(kN) Ultimate(kN)

1 175.00 48.75 223.75 309.38

2 737.50 161.25 898.75 1237.50

---------------------------------------------------------------------

COLUMN MOMENTS (Ultimate limit state)

Columns below
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Support Bending Moment(kNm) Shear Force (kN)

Number Minimum Maximum Minimum Maximum

1 0.00 0.00 0.00 0.00

2 0.00 0.00 0.00 0.00

Columns above

Support Bending Moment(kNm) Shear Force (kN)

Number Minimum Maximum Minimum Maximum

1 0.00 0.00 0.00 0.00

2 0.00 0.00 0.00 0.00

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ELASTIC DEFLECTIONS (Alternate spans loaded - positive downward)

Modulus of elasticity: Ec = 20 + fcu/5 = 26.4 Gpa

SPAN 1

Position(m) Min.Deflection(mm) Max.Deflection(mm)

0.000 0.00 0.00

0.100 0.13 0.16
0.200 0.25 0.32
0.300 0.38 0.47
0.400 0.50 0.63
0.500 0.62 0.78
0.600 0.74 0.92
0.700 0.85 1.06
0.800 0.96 1.20
0.900 1.07 1.33
1.000 1.17 1.46
1.100 1.26 1.58
1.200 1.35 1.69
1.300 1.44 1.79
1.400 1.51 1.89
1.500 1.58 1.98
1.600 1.64 2.05
1.700 1.70 2.12
1.800 1.74 2.17
1.900 1.78 2.22
2.000 1.81 2.25
2.000 1.81 2.25
2.100 1.82 2.27
2.200 1.83 2.27
2.300 1.82 2.27
2.400 1.81 2.25
2.500 1.78 2.21
2.600 1.74 2.17
2.700 1.70 2.11
2.800 1.64 2.03
2.900 1.56 1.94
3.000 1.48 1.84
3.100 1.39 1.72
3.200 1.28 1.58
3.300 1.16 1.43
3.400 1.02 1.27
3.500 0.88 1.08
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3.500 0.88 1.08

3.600 0.72 0.89
3.700 0.55 0.68
3.800 0.37 0.46
3.900 0.19 0.23
4.000 0.00 0.00

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LONG TERM DEFLECTIONS (All spans loaded - positive downward)

Symbols: DS : Shrinkage deflection.

DL : Long-term deflection under permanent load.
DI : Instantaneous deflection under short-term load.
DT : Total long-term deflection.

SPAN 1

Position(m) DS(mm) DL(mm) DI(mm) DT(mm)

0.000 0.00 0.00 0.00 0.00

0.100 0.08 0.58 0.09 0.74
0.200 0.16 1.16 0.17 1.48
0.300 0.23 1.72 0.26 2.21
0.400 0.31 2.27 0.34 2.92
0.500 0.38 2.80 0.41 3.60
0.600 0.45 3.31 0.49 4.24
0.700 0.51 3.79 0.55 4.86
0.800 0.57 4.25 0.62 5.44
0.900 0.63 4.67 0.68 5.98
1.000 0.68 5.07 0.73 6.48
1.100 0.73 5.44 0.78 6.94
1.200 0.77 5.77 0.82 7.37
1.300 0.81 6.08 0.86 7.74
1.400 0.84 6.35 0.89 8.08
1.500 0.87 6.58 0.92 8.37
1.600 0.90 6.78 0.94 8.62
1.700 0.91 6.95 0.96 8.83
1.800 0.93 7.08 0.97 8.98
1.900 0.94 7.17 0.98 9.09
2.000 0.94 7.23 0.99 9.16
2.000 0.94 7.23 0.99 9.16
2.100 0.94 7.24 0.98 9.17
2.200 0.94 7.22 0.98 9.14
2.300 0.93 7.16 0.96 9.06
2.400 0.91 7.07 0.95 8.93
2.500 0.90 6.93 0.92 8.75
2.600 0.87 6.75 0.90 8.52
2.700 0.84 6.53 0.86 8.24
2.800 0.81 6.27 0.83 7.91
2.900 0.77 5.97 0.78 7.52
3.000 0.72 5.63 0.74 7.09
3.100 0.67 5.25 0.68 6.61
3.200 0.62 4.83 0.63 6.07
3.300 0.56 4.36 0.56 5.48
3.400 0.49 3.85 0.50 4.84
3.500 0.42 3.30 0.42 4.15
3.500 0.42 3.30 0.42 4.15
3.600 0.35 2.71 0.35 3.40
3.700 0.27 2.08 0.27 2.61
3.800 0.18 1.41 0.18 1.77
3.900 0.09 0.72 0.09 0.90
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4.000 0.00 0.00 0.00 0.00

---------------------------------------------------------------------
QUANTITIES

Section Area(m²)
1 0.225

Total weight of beam = 22.50 kN

=====================================================================